[pt] A protensão de estruturas de concreto com cabos externos já é uma prática comum em vários países e, tem sido empregada tanto na recuperação e reforço de estruturas existentes quanto na concepção de novas estruturas. Entre algumas vantagens estão a redução do peso da estrutura,simplicidade no traçado dos cabos e melhores condições de concretagem. A protensão externa pode ser feita com cabos de aço ou com cabos sintéticos. Estes últimos são constituídos de fibras de alta resistência e excelente resistência à corrosão. O cálculo da resistência das vigas protendidas com cabos não aderentes é mais complexo do que o caso de cabos aderentes, pois a variação de tensão é função da integral das deformações da viga ao longo do traçado do cabo. Este trabalho apresenta um modelo rígido-plástico simplificado para estimar a variação da força em cabos de protensão não aderentes, para estágios de carregamento onde ocorrem deformações plásticas nos materiais, considerando que todas as rotações estejam concentradas em uma rótula plástica. O modelo leva em consideração a dependência da variação da força em cabos de protensão com o comportamento geral da estrutura, bem como a influência da resistência do concreto, da taxa de armadura na seção e dos deslizamentos que ocorrem ao longo da armadura não aderente. A eficiência deste tipo de análise é verificada por meio de uma boa concordância entre resultados analíticos e experimentais, desde que se tenha uma boa estimativa da capacidade de rotação e/ou posição relativa da linha neutra na ruptura. Apresenta-se um estudo paramétrico, sobre o comportamento à flexão de vigas protendidas com cabos externos, utilizando o modelo computacional de Campos (1993). A análise é utilizada para enfatizar as principais implicações do emprego de cabos externos de diferentes módulos de elasticidade. Estabeleceu-se também, uma relação entre a capacidade de rotação da seção e posição relativa da linha neutra, com o objetivo de facilitar a determinação da variação de força em cabos não aderentes quando o modelo rígido-plástico simplificado é empregado. Verificou-se uma boa concordância entre resultados analíticos e experimentais. / [en] Beams prestressed with external tendons have a number of attractions for engineers. They allow a reduction in weight, since concrete is not provided merely to act as cover to tendon or duct; they allow the tendons to be inspected for signs of corrosion and tendons can be replaced or retensioned if necessary. External prestressing is also an ideal application of tendons made of new materials, such as aramids; since the tendons are brittle, it is necessary to avoid the strains concentrations that occur at crack locations with bonded tendons. Since aramids fibres are non-corrodable , there is no problem about the lack of alkaline environment. The main difference in behaviour between bonded and unbonded tendons is that the deflected shape of the unbonded tendon is not the same of the beam. The force change in unbonded tendons depends on the overall geometry of the beam. This work presents a rigid plastic analysis for predicting the force in unbonded tendons , which takes into account the overall geometry of the beam, concrete strenght, reinforment index, as well as the effects of the friction at deflector points. The method is validated with a good agrement with experimental results, provided that a good aproximation of the rotational capacity of a critical section and/or the relative position of the neutral axis are known. A numerical parametrical study of the flexural resistance of concrete beams prestressed with external tendons is carried out, with particular attention paid to those beams prestressed with aramid tendons. This study used a computer program developed by Campos(1993) based on the finite element method for the analysis of concrete structures prestressed with both bonded and unbonded tendons , including external prestressing. A relationship between the rotational capacity of a critical section and the relative position of the neutral axis was stablished. The usage of this relationship together with the rigid plastic model lead to a good agreement with experimental results. Beams prestressed with external tendons have a number of attractions for engineers. They allow a reduction in weight, since concrete is not provided merely to act as cover to tendon or duct; they allow the tendons to be inspected for signs of corrosion and tendons can be replaced or retensioned if necessary. External prestressing is also an ideal application of tendons made of new materials, such as aramids; since the tendons are brittle, it is necessary to avoid the strains concentrations that occur at crack locations with bonded tendons. Since aramids fibres are non-corrodable , there is no problem about the lack of alkaline environment. The main difference in behaviour between bonded and unbonded tendons is that the deflected shape of the unbonded tendon is not the same of the beam. The force change in unbonded tendons depends on the overall geometry of the beam. This work presents a rigid plastic analysis for predicting the force in unbonded tendons , which takes into account the overall geometry of the beam, concrete strenght, reinforment index, as well as the effects of the friction at deflector points. The method is validated with a good agrement with experimental results, provided that a good aproximation of the rotational capacity of a critical section and/or the relative position of the neutral axis are known. A numerical parametrical study of the flexural resistance of concrete beams prestressed with external tendons is carried out, with particular attention paid to those beams prestressed with aramid tendons. This study used a computer program developed by Campos(1993) based on the finite element method for the analysis of concrete structures prestressed with both bonded and unbonded tendons , including external prestressing. A relationship between the rotational capacity of a critical section and the relative position of the neutral axis was stablished. The usage of this relatio / [es] La protensión de extructuras de concreto con cabos externos es ya una práctica común en varios países y, ha sido empleada tanto en la recuperación y refuerzo de extructuras existentes cuanto en la concepción de nuevas extructuras. Entre algunas ventajas están la reducción del peso de la extructura,simplicidad en el trazado de los cables y mejores condiciones para el concretaje. La protensión externa puede ser hecha con cables de acero o con cables sintéticos. Estos últimos están constituídos de fibras de alta resistencia y excelente resistencia a la corrosión. El cálculo de la resistencia de las vigas protendidas con cables no adherentes es más complejo del que el caso de cables adherentes, pués la variación de tensión es función de la integral de las deformaciones de la viga a lo largo del trazado del cable. Este trabajo presenta un modelo rígido-plástico simplificado para estimar la variación de la fuerza en cables de protensión no adherentes, para estadíos de carregamento donde ocurren deformaciones plásticas en los materiales, considerando que todas las rotaciones esten concentradas en una rótula plástica. El modelo lleva en consideración la dependencia de la variación de la fuerza en cables de protensión con el comportamiento general de la extructura, así como la influencia de la resistencia del concreto, de la tasa de armadura en la sección y de los deslizamientos que ocurren a lo largo de la armadura no adherente. La eficiencia de este tipo de análisis se verifica por meio de una buena concordancia entre resultados analíticos y experimentales, desde que se tenga uma buena estimativa de la capacidad de rotación y/o posición relativa de la línea neutra en la ruptura. Se presenta un estudio paramétrico, sobre el comportamiento a la flexión de vigas protendidas con cables externos, utilizando el modelo computacional de Campos (1993). El análisis se utiliza para enfatizar las principales implicaciones del uso de cables externos de diferentes módulos de elasticidad. Se establece también, una relación entre la capacidad de rotación de la sección y posición relativa de la línea neutra, con el objetivo de facilitar la determinación de la variación de fuerza en cables no adherentes cuando se emplea el modelo rígido-plástico simplificado. Se erificó una buena concordancia entre resultados analíticos y experimentales.

This work is made up of three parts. Part one looks to establish design values for two types of three ply access mats from the U.S. South and Midwest. The mats were subject to 3 point bending tests to determine strength and stiffness values. Values for MOE (Modulus of Elasticity) and MOR (Modulus of Rupture) are reported by region and mat design. Part two tested five species groups of hardwoods for wear resistance and hardness. These species groups include white oak, red oak, ash, sweetgum and hickory. These tests for wear were performed on a Navy-Type Wear Tester according to ASTM D2394-17. Hardness specimens were tested with the Janka method according to ASTM D143-14. The third and final part looks at the impact of thermomechanical densification on rate of wear in five species groups of hardwood. The species groups were white oak, red oak, ash, sweetgum and hickory. Samples were pressed at 1000psi at temperature of 350 degrees Fahrenheit, in order to plasticize the wood and densify it at the same time. These samples were then tested on the Navy-Type Wear Tester to determine whether densification had an impact on wear resistance.

Steel flexural yielding arms can be an effective energy dissipation device for several seismic force resisting systems, including controlled rocking masonry walls. In controlled rocking masonry walls, uplift of the wall from the foundation is allowed in a way that can localize damage and minimize post-earthquake residual drifts. However, along with other modes of failure, sliding of the rocking walls can increase drifts and damage if not adequately addressed. Controlled rocking systems have different alternatives to prevent sliding, which include the use of additional mechanical components (e.g. metal stoppers) at the corners to resist lateral forces while allowing the wall rocking motion. However, these mechanical components hinder the constructability of the wall in some cases. The use of an energy dissipation device (i.e. steel flexural yielding arm) to also prevent the wall sliding mechanism has not been fully explored to date. The development of an easily replaceable energy dissipation device with the ability to simultaneously resist sliding demands is expected to maintain the overall performance of controlled rocking masonry walls, while also enhancing post-earthquake repairability. The objective of the current study is to experimentally investigate the effect of axial forces on the behaviour of steel flexural yielding arms under cyclic loading. In this respect, the study first presents a description of the experimental program, test setup, and instrumentation. Next, the experimental results of the tested specimens are discussed in terms of the effect of axial forces on the load, displacement, and energy dissipation capacities of the tested devices. Finally, new design equations that account for axial forces are proposed and verified against the experimental data along with a finite element model. Based on the results, recommendations are given for the further development of externally attached and replaceable flexural yielding arms for controlled rocking masonry walls. / Thesis / Master of Applied Science (MASc) / Controlled rocking masonry walls can be a cost-efficient alternative to traditional masonry shear walls because of their enhanced performance, specifically to reduce and localize structural damage induced by seismic loads. However, a controlled rocking wall requires additional energy dissipation devices or post-tensioning techniques to compliment the rocking wall to achieve the desired performance. This thesis explores and improves a type of energy dissipation device for controlled rocking masonry walls and aims to provide detailed design specifications for professional engineers. A design and considerations from previous studies are discussed, followed by the experimental validation, and finally new design equations are proposed for this type of reliable, flexural energy dissipation device.

Yes / As a type of excellent reinforcing filler, super-fine stainless wire (SSW) can form widely distributed network in reactive powder concrete (RPC) to transfer crack tip stresses as well as inhibit the initiation and propagation of cracks, leading to significant improvement of flexural toughness of RPC. In this paper, the flexural toughness of RPC beams and plates reinforced with 1% and 1.5% by vol. of SSWs was investigated, and its calculation model was established according to the composite material theory. Experimental results showed that the flexural toughness of unnotched beams fabricated with RPC containing 1.5% SSWs is 146.5% higher than that of control RPC without SSWs according to load-deflection relationships. The equivalent flexural strength of notched RPC beams is enhanced by 80.0% as SSW content increases from 1% to 1.5%. The limitation ability of SSWs on crack mouth opening can be used to evaluate the flexural toughness of composites. An addition of 1.5% SSWs leads to 201.9% increase of flexural toughness of RPC plates in accordance with load-deflection relationships. The calculation model based on the composite material theory can accurately describe the toughening effect of SSWs on RPC beams and plates. The enhancement of flexural toughness of RPC caused by SSWs is beneficial for improving the safety of structures as well as broadening the engineering applications of composites. / National Key Research and Development Program of China (2018YFC0705601) and China Postdoctoral Science Fundation (2019M651116).

Yes / To investigate the flexural performance of steel-UHPC (ultra-high performance concrete) composite beams with welded steel shear keys (SSK), eight specimens were experimental studied by four-point bending test. The finite element (FE) models were established based on the experimental results, then, the failure mode, load, deflection, strain and relative interface slip were parametric analyzed. The influences of strength, dimensions and configuration of upper concrete slab, steel beams as well as SSK on flexural performance, in terms of load-deflection response, ductility and ultimate energy dissipation, were studied. The experimental results show that steel-UHPC composite beams have superior bearing capacity, deformation capacity, ductility and energy dissipation ability when compared with steel-NSC (normal strength concrete) composite counterparts. Increasing the height of upper concrete slab has a significant effect on improving bending capacity and flexural stiffness, while increasing the width has a significant effect on enhancing deformation, ductility and ultimate energy dissipation. Increasing the yield strength, thickness of web and flange of steel beams has significant effect on improving bending capacity. Reducing the SSK spacing or increasing the yield strength of SSK, height and thickness slightly improve the cracking, yield and ultimate loads, reduce deflections, enhance the flexural stiffness, slightly weakens the ductility and ultimate energy dissipation. Besides, four types of failure modes were defined, based on reasonable assumptions, formulae for bearing capacity were proposed, and the predicted results fit well with experimental results. The results can be taken as reference for the design and application of steel-UHPC composite beams in long-span and heavy-load structures. / The authors would like to acknowledge the financial support to the work by the Natural Science Foundation of Jiangsu Province, China (BK20201436), High-End Foreign Experts Project of Ministry of Science and Technology, China (G2022014054L), Science and Technology Project of Jiangsu Construction System (2021ZD06, 2018ZD047), Science and Technology Cooperation Fund Project of Yangzhou City and Yangzhou University (YZU212105, YZ2022194), Science and Technology Project of Yangzhou Construction System (202309, 202312, 202204). / The full text of this article will be released for public view at the end of the publisher embargo on 11th Aug 2024.

Yes / To study the flexural behavior of Steel-FRP (Fiber-Reinforced Polymer) Composite Bars (SFCBs) reinforced Reactive Powder Concrete (RPC) frame beams, the flexural behavior of six frame beams with different types of concrete and reinforcement was simulated and analyzed using the finite element software ABAQUS. The strain behavior of concrete and reinforcement was simulated using real strain models, and the simulation results matched well with the experimental results. Based on the validated model, the effect of mechanical properties of concrete and SFCB, reinforcement ratio, and the dimensions of frame beam on the flexural behavior of frame beams was parametrically analyzed. The results showed that, compared with the steel-reinforced ordinary concrete (OC) frame beam, the ultimate deflection of SFCB-OC frame beam increased by 5%. Compared with the SFCB-OC frame beam, the bearing capacity and ultimate deflection of the SFCB-RPC frame beam increased by 16% and 22%, respectively. Improving the steel content of SFCB reduced the ultimate load and deformation of SFCB-RPC frame beam. The yield strength of SFCB core steel had a significant influence on the yield load of frame beam, but a small influence on the ultimate load and deformation. Enhancing the elastic modulus of SFCB out-wrapped FRP reduced the ultimate deformation of the frame beam. Improving the reinforcement ratio of SFCB increased the bearing capacity and reduced the deformation. When reinforced concrete frame beams had similar bearing capacity, the cross-sectional dimensions of steel-RPC frame beam, FRP-RPC frame beam, and SFCB-RPC frame beam are 90.1%, 61.5%, and 72.7%, respectively, of those of their corresponding respective reinforced OC frame beams. All reinforced RPC frame beams exhibited high bearing capacity, good deformation, ductility, and energy dissipation performance. This research can provide a reference for the design of SFCB-RPC frame beams. / High-End Foreign Experts Project of Ministry of Science and Technology, China (G2022014054L), the Science and Technology Project of Gansu Construction System (JK2021-19), the Science and Technology Project of Jiangsu Construction System (2018ZD047, 2021ZD06, 2023ZD104, 2023ZD105), the Science and Technology Cooperation Fund Project of Yangzhou City and Yangzhou University (YZ2022194), the Yangzhou Construction System Science and Technology Project (202309, 202312), the Research Project of Jiangsu Civil Engineering and Architecture Society (the Second Half of 2022). / The full-text of this article will be released for public view at the end of the publisher embargo on 27 Jan 2025.

SAMMANFATTNING  Syfte  Syftet med studien var att undersöka huruvida färginfiltrering med effektfärg påverkar böjhållfastheten i flerskiktad zirkonia.  Material och metod Zirkoniamaterialet KATANA™ Zirconia YML, Kuraray Noritake användes i studien. Totalt framställdes 54 stycken provkroppar varav sex stycken utgjorde en pilotstudie för polering. Resterande 48 delades in i sex grupper (n = 8). Tre av grupperna frästes ut från Emalj och Body 1 (E-B1) och de resterande tre grupperna frästes ut från Body 2 och Body 3 (B2-B3). Två grupper, från de olika skikten, infiltrerades med Esthetic Colorant A plus (A), två grupper infiltrerades med Esthetic Colorant Opaque (O) samt två grupper utgjorde kontrollgrupper utan infiltrering (K). Provkropparna infiltrerades och sintrades enligt fabrikantens anvisningar. Därefter polerades de enligt ett poleringsschema och slutligen genomfördes ett biaxialt böjhållfasthetstest. Resultaten från samtliga grupper analyserades med One-way ANOVA, Tukey’s test, med en signifikansnivå på α = 0,05 med hjälp av statistikprogrammet SPSS.  Resultat Resultatet påvisade ingen signifikant skillnad i böjhållfastheten inom grupperna för de två skikten (E-B1A, E-B1O och E-B1K) samt (B2-B3A, B2-B3O och B2-B3K). Grupperna med skikten som inkluderade B2-B3 uppvisade signifikant högre böjhållfasthet oavsett infiltrering/kontroll än grupperna E-B1A, E-B1O och E-B1K.   Slutsats Böjhållfastheten i flerskiktad zirkonia påverkas inte av infiltrering med effektfärg. / ABSTRACT Purpose The purpose of this in vitro study was to investigate whether color infiltration with effect colors affect the biaxial flexural strength of multilayer zirconia.   Material and method The zirconia material KATANA™ Zirconia YML, Kuraray Noritake was used in the study. A total of 54 specimens were produced, of which six were part of a pilot study for polishing. The remaining 48 were divided into six groups (n=8). Three of the groups were milled of Enamel and Body 1 (E-B1) and the remaining three groups were milled of Body 2 and Body 3 (B2-B3). Two groups, from the different layers, were colored with Esthetic Colorant A plus (A), two groups were colored with Esthetic Colorant Opaque (O), while two groups served as control groups (K). The specimens were colored and sintered according to the manufacturer's instructions, polished according to a polishing schedule, and finally a biaxial flexural strength test was performed. The results were analyzed using One-way ANOVA, Tukey's test, with a significance level of α = 0.05 using the statistical software SPSS.   Results The results showed no significant difference in flexural strength within the groups for the two layers (E-B1A, E-B1O, and E-B1K) and (B2-B3A, B2-B3O, and B2-B3K). The groups with layers that included B2-B3 showed significantly higher flexural strength regardless of coloring/control than the groups E-B1A, E-B1O, and E-B1K.  Conclusion The flexural strength of multilayered zirconia is not affected by color infiltration with effect colors.

The purpose of this study was to investigate the influence an increase in strand strength and the effect the as-cast vertical location had on transfer length, development length, and flexural strength and to resolve the discrepancies regarding the definition of the top-bar/strand effect. Two types of test specimens were fabricated and tested investigating each respective item. The increase in strand strength was found to influence transfer length, development length, and flexural strength, while the as-cast vertical location was only found to influence transfer length, and in turn development length. Contrary to the historical definition, the top-bar/strand effect was found to be more dependent on the amount of concrete cast above the strand than the amount below it, with transfer lengths showing a steady increase with a decrease in the amount of concrete cast above the strand. As a result of the findings of this study, a new transfer length equation was proposed and a previously proposed flexural bond length equation was recommended for use in lieu of the current code provisions. The current equations for flexural strength were found to give adequate estimates for flexural strength, although a decrease in ductility was noted. / Ph. D.

Yes / Finite element (FE) analysis of fiber-reinforced polymer (FRP) reinforced concrete beams cast in U-shaped ultra-high performance concrete (UHPC) permanent formworks is presented in this paper. Concrete damage plasticity (CDP) and FRP brittle damage models were used to simulate the damage behavior of concrete and FRP bars. The results of FE simulation are in good agreement with the experimental results. Furthermore, parametric studies were conducted to investigate the effect of concrete and UHPC strengths, yield strength of steel bars, elastic modulus of FRP bars, ultimate tensile strength of FRP bars, types of UHPC normal strength concrete (NSC) interface and thickness of UHPC under different reinforcement conditions. Flexural performances, in terms of cracking, yield, ultimate loads and corresponding deflections, failure mode, energy dissipation and ductility, were investigated. Traction-separation model was used to describe the bonding degradation and the maximum slip of two types of bonding interfaces (smooth surface and medium-rough surface). Both flexural capacity and resistance to deformation of composite beams are significantly improved by the utilization of hybrid FRP/steel reinforcement. The UHPC formwork can also delay the occurrence and development of cracks. By appropriately increasing the strength of UHPC or elastic modulus of FRP bar, the flexural capacity of composite beams is effectively improved. It is expected that the results presented in this paper can guide the design and construction of U-shaped UHPC permanent formwork-concrete composite beams reinforced with FRP bars.

Advances in structural systems that resist extreme loading such as earthquake forces are important in their ability to reduce damages, improve performance, increase resilience, and improve the reliability of structures. Buckling resistant shear panels can be used to form new structural systems, which have been shown in preliminary analysis to have improved hysteretic behavior including increased stiffness and energy dissipating ability. Both of these characteristics lead to reduced drifts during earthquakes, which in turn leads to a reduction of drift related structural and nonstructural damage. Shear links are being used for seismic energy dissipation in some structures. A promising type of fuse implemented in structures for seismic energy dissipation, and seismic load resistance consists of a steel plate with cutouts leaving various shaped shear links. During a severe earthquake, inelastic deformation and damage would be concentrated in the shear links that are part of replaceable structural fuses, while the other elements of the building remain in the elastic state. In this study, by identifying the issues associated with general fuses previously used in structures, the behavior of the links is investigated and procedures to improve the behavior of the links are explained. In this study, a promising type of hysteretic damper used for seismic energy dissipation of a steel plate with cutouts leaving butterfly-shaped links subjected to shear deformations. These links have been proposed more recently to better align bending capacity with the shape of the moment diagram by using a linearly varying width between larger ends and a smaller middle section. Butterfly-shaped links have been shown in previous tests to be capable of substantial ductility and energy dissipation, but can also be prone to lateral torsional buckling. The mathematical investigations are conducted to predict, explain and analyze the butterfly-shaped shear links behavior for use in seismic structural fuses. The ductile and brittle limit states identified based on the previous studies, are mathematically explained and prediction equations are proposed accordingly. Design methodologies are subsequently conceptualized for structural shear links to address shear yielding, flexural yielding and buckling limit states for a typical link subjected to shear loading to promote ductile deformation modes. The buckling resistant design of the links is described with the aid of differential equations governing the links' buckling behavior. The differential equations solution procedures are developed for a useful range of link geometries and the statistical analysis is conducted to propose an equation for critical buckling moment. Computational studies on the fuses are conducted with finite element analysis software. The computational modeling methodology is initially verified with laboratory tests. Two parametric computational studies were completed on butterfly-shaped links to study the effect of varying geometries on the shear yielding and flexural yielding limit states as well as the buckling behavior of the different butterfly-shaped link geometries. It is shown that the proposed critical moment for brittle limit state has 98% accuracy, while the prediction equations for ductile limit states have more than 97% accuracy as well. Strategies for controlling lateral torsional buckling in butterfly links are recommended and are validated through comparison with finite element models. The backbone behavior of the seismic butterfly-shaped link is formulized and compared with computational models. In the second parametric study, the geometrical properties effects on a set of output parameters are investigated for a 112 computational models considering initial imperfection, and it is indicated that the narrower mid-width would reach to their limit states in lower displacement as compared to wider mid-width ones. The work culminates in a system-level validation of the proposed structural fuses with the design and analysis of shear link structural fuses for application in three buildings with different seismic force resisting systems. Six options for shear link geometry are designed for each building application using the design methodologies and predictive equations developed in this work and as guided by the results of the parametric studies. Subsequently, the results obtained for each group is compared to the conventional systems. The effect of implementation of the seismic links in multi-story structures is investigated by analyzing two prototype structures, with butterfly-shaped links and simple conventional beam. The results of the nonlinear response history analysis are summarized for 44 ground motions under Maximum Considered Event (MCE) and Design Basic Earthquake (DBE) ground motion hazard levels. It is shown that implementation of the butterfly-shaped links will lead to higher dissipated energy compared to conventional Eccentrically Braced Frame (EBF) systems. It is concluded that implementation of the seismic shear links significantly improves the energy dissipation capability of the systems compared to conventional systems, while the stiffness and strength are close in these two systems. / Ph. D. / Structural fuses are replaceable elements of a structure that are designed to yield and protect the surrounding members from damages, and then be accessible and replaceable after a major event. Several studies have indicated that steel plates with cutouts would have advantages for use in structural fuses. Having cutouts in a steel plate would make different shapes inside of the plate, which are called structural links. To have the same yielding condition all over the links, it is tried to better align the capacity of the links with the shape of the demand diagram caused by loading, which would be leading to the efficient implementation of the steel. In general, links are implemented to substantially increase the energy dissipation capacity of a structure and significantly reduce the energy dissipation demand on the framing members of a structure. For these purposes, various shapes have been proposed in this research study. The main feature of a replaceable link system is that the inelasticity is concentrated at the steel link while the beams and columns remain almost elastic. This study investigated the general behavior of the fuses, the applicability of them for space-constrained applications, the flexure, shear and buckling limit states affecting the behavior of the links. The computational analysis methodologies to model the links are explained and confirmed with the behavior of the different experiment tests as well as the proposed brittle limit state prediction equations. Subsequently, the two parametric studies are done to investigate the effect of geometrical properties on the links output results and establish prediction equations. The results from the analytical and computational studies for the seismic links are incorporated for seismic investigation of multi-story buildings. The results of seismic analysis of the two buildings are summarized for 44 ground motions.